Dinning Room DWG Full Project for AutoCAD

Dining Project Institutional Headquarters – Floor Plans – estructiras and other facilities

Drawing labels, details, and other text information extracted from the CAD file (Translated from Spanish):

rmin., reinforcing splices, superior in, beam each side of, a length of, they will not be allowed, slab light, the column supports, they will not be spliced, more of the, armor in one, same section., central third, the splices, shall be located in the, overlap splices, beams, colum., slabs beams, stirrups, in columns, picture, splices, cimentacion plant, communal living, stage, total of plans:, structures, specialty:, date:, prof. resp .:, scale:, executor, January, plane of, flat, draft:, Location:, Department:, province:, district:, lime, commas, administration, garden, hall, terrace, development:, entry, garden, esc, foundation, owner:, beam, beam, shoe box, kind, height, iron, column table, kind, dimension, iron, stirrups, concentration detail, of stirrups in columns., corrugated iron, standard hooks on rods, in the picture shown., in shape on beams, the reinforcing steel used, will be housed in concrete with, hooks which, should end in, the specified dimensions, column slab, note:, concrete cycle:, resistance, reinforced concrete:, overload:, mortar:, cm., flat beams, the horizontal vertical expansion joints, for f’m king kong brick filling completely, fc, lightened, cantilevered beams, cabbage. structural, cabbage. of mooring, coatings:, fc, concrete, Technical specifications, rest, shoes, development:, foundation:, concrete beams, concrete cement, resistance of terrain:, concrete reinforcement, concrete columns, flat roof, steel, stone, cm., median, maximum, according to details of stirrups., nfp, sole, cut, plant, grill, column, shoe detail, shoe box, overcoming, foundation, rest, rest, rest, rest, first stretch, second tranche, third tranche, conc., foundation conc., beam you, conc., foundation conc., beam you, conc., foundation conc., beam you, roof roof

Raw text data extracted from CAD file:

\A1;5.125 \A1;5.875 \A1;2.55 \A1;1.95 \A1;3.625 \A1;3.625 \A1;3.375 \A1;1.875 \A1;3.375 \A1;7.25 \A1;1.95 \A1;2.55 \A1;1.875 \A1;.25 \A1;.25 \A1;.25 \A1;.25 \A1;.15 \A1;.25 \A1;.50 \A1;.25 \A1;L \A1;L \A1;L \A1;L R -177.6236263301745 Rmin. 1.5cm 2.0cm 3/8″ 1/2″ 6mm 5/8″ -186.5183186467683 -177.6236263301745 -177.6236263301745 50 40 60 50 empalmes de refuerzo superior (negativo) en viga a cada lado de una Longitud de 1/4 No se permitirán de luz de la losa o la columna o apoyo d L 6mm 10cm 3/8″ 15cm No se empalmarán más del 50% de la armadura en una misma sección. tercio central. Los empalmes L se ubicarán en el TRASLAPES Y EMPALMES 40 30 VIGAS (cm) COLUM. (cm) 30 d LOSAS, LOSAS Y VIGAS ESTRIBOS EN COLUMNAS \A1;\Fsimplex.shx;G \A1;ESPESOR \A1;0.25 \A1;VER CUADRO \A1;0.60 \A1;0.40 \A1;0.10 \A1;0.10 \A1;0.05 \A1;0.25 \A1;b \A1;b \A1;a \A1;a \A1;.15 \A1;.50 \A1;.50 \A1;.60 \A1;.40 \A1;.10 \A1;.20 \A1;.15 \A1;.50 \A1;.60 \A1;.60 \A1;.40 \A1;.10 \A1;.20 \A1;.25 \A1;.50 \A1;.70 \A1;.60 \A1;.40 \A1;.10 \A1;.20 \A1;.10 \A1;4 A .10 \A1;.20 \A1;.15 \A1;7 @ .10 \A1;0.30 \A1;0.30 \A1;3 @ .25 \A1;.10 \A1;.10 \A1;COLUMNA \A1;.15 \A1;4 A .10 \A1;.10 \A1;COLUMNA \A1;4 A .10 \A1;.10 \A1;.15 \A1;SEGUN EMPALMES \A1;.15 \A1;.30 \A1;.30 \A1;.20 \A1;.25 \A1;.50 \A1;.55 \A1;.175 \A1;.80 \A1;.25 \A1;.55 \A1;.18 \A1;.15 \A1;.175 \A1;.25 \A1;.18 \A1;.15 \A1;.60 \A1;.70 \A1;.25 \A1;.25 \A1;.25 \A1;.175 \A1;.25 \A1;.55 \A1;.18 \A1;.15 \A1;.25 \A1;.55 \A1;.15 \A1;.25 PLANTA DE CIMENTACION SALON COMUNAL ESCENARIO E-01 TOTAL DE PLANOS: ESTRUCTURAS ESPECIALIDAD: FECHA: PROF. RESP.: ESCALA: EJECUTOR 1/50 ENERO 2001 PLANO DE : PLANO N°: PROYECTO: UBICACION: DEPARTAMENTO: PROVINCIA: DISTRITO: LIMA LIMA COMAS ADMINISTRACION JARDIN HALL NFP-0.05 TERRAZA DESARROLLO: INGRESO JARDIN NPT-0.05 ESC 1/50 CIMENTACION 08 PROPIETARIO: NFP-0.05 NFP-0.05 4/8 SH(VARONES) SH(DAMAS) C-3 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 -0.1618470939429244 C-1 C-1 C-3 C-4 C-4 C-4 C-3 C-3 C-3 C-4 C-4 C-4 C-4 C-4 C-4 C-1 C-1 C-1 C-1 C-1 C-2 C-1 C-1 C-1 C-1 Z1 Z2 Z1 Z3 Z2 Z3 Z2 Z3 Z2 Z3 Z2 Z2 Z2 Z2 1 1 1 1 3 3 2 2 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VIGA CIM 0.25×0.50 VC 0.25×0.50 VIGA CIM 0.25×0.50 CUADRO DE ZAPATAS TIPO A B ALTURA FIERRO Z1 Z2 Z3 1.00 1.00 1.20 1.00 1.20 1.20 0.70 0.70 Z3 d1/2@0.15 d1/2@0.15 d1/2@0.15 CUADRO DE COLUMNAS TIPO DIMENSION FIERRO C-1 C-2 C-3 0.25×0.25 4d5/8″ + 4d1/2″ 4d5/8″ 4d1/2″ + 2d3/8″ 0.25×0.25 0.25×0.25 C-4 4d1/2″ 0.15×0.25 1.6102062019595 1.6102062019595 4d1/2″ C-1 C-2 1.6102062019595 1.6102062019595 2d3/8″ C-3 1.6102062019595 1.6102062019595 C-4 ESTRIBOS 3.615059875565862 3.615059875565862 VC 2d1/2″ DETALLE DE CONCENTRACION DE ESTRIBOS EN COLUMNAS. DE FIERRO CORRUGADAS CUADRO DE GANCHOS STANDARD EN VARILLAS EN EL CUADRO MOSTRADO. EN FORMA LONGITUDINAL, EN VIGAS EL ACERO DE REFUERZO UTILIZADO SE ALOJARAN EN EL CONCRETO CON GANCHOS STANDARD, LOS CUALES Y VIGAS, DEBERAN TERMINAR EN LAS DIMENSIONES ESPECIFICADAS Y LOSA DE CIMENTACION, COLUMNA -3.380936105931596 G(cm) 5/8″ 35 3/8″ 20 3/4″ 45 ø 1/2″ 25 1/4″ 15 NOTA: CONCRETO CICLOPEO: RESISTENCIA CONCRETO ARMADO: SOBRECARGA: MORTERO: :2 cm. VIGAS CHATAS LAS JUNTAS VERTICALES Y HORIZONTALES DE DILATACION 1″ (USAR TECNOPORT). PARA LADRILLOS KING KONG DE F’m = 35 Kg/cm2 ( 1:4 CEMENTO, ARENA) LLENANDO COMPLETAMENTE f’c = 210kg/cm2 ALIGERADOS VIGAS PERALTADAS COL. ESTRUCTURALES COL. DE AMARRE RECUBRIMIENTOS: f’c = 175 kg/cm2 f’c = 175 kg/cm2 f’c = 175 kg/cm2 CEMENTO HORMIGON 1:10 + 30% PIEDRA GRANDE 6″ MAXIMO ESPECIFICACIONES TECNICAS fy = 4200 kg/cm2 RESTO ZAPATAS 200 kg/m2 SOBRECIMIENTO: CIMIENTO: CONCRETO – VIGAS CEMENTO HORMIGON 1:8 + 25% RESISTENCIA DE TERRENO: 2.5 Kg/cm2 CONCRETO – SOBRECIMIENTOS ARMADOS CONCRETO – COLUMNAS TECHO 2 PISO TECHO 1 PISO 200 kg/m2 ACERO PIEDRA :2 cm. :8 cm. :2 cm. :4 cm. :4 cm. MEDIANA 3″ MAXIMO -2.181363848336332 SEGUN DETALLE DE ESTRIBOS. -2.181363848336332 NFP -0.05 -2.181363848336332 SOLADO F’c=100Kg/cm2 -2.181363848336332 0.40 NF.-1.15 -2.181363848336332 -2.181363848336332 -2.181363848336332 CORTE -2.181363848336332 PLANTA ø1/2″ A 0.15 ø1/2″ A 0.15 -1.557538090344451 PARRILLA ø1/2″ A 0.15 -2.023442701213526 -2.023442701213526 COLUMNA COLUMNA -1.557538090344451 DETALLE DE ZAPATAS CUADRO DE ZAPATAS \A1;NFP. -0.05 -0.5830252275285375 6.840056559584468 6.840056559584468 1-1 6.840056559584468 6.840056559584468 -0.7830252275284693 7.040056559584514 \A1;NFP. -0.05 6.840056559584468 6.840056559584468 6.840056559584468 2-2 6.840056559584468 6.840056559584468 6.840056559584468 6.840056559584468 \A1;NFP. -0.05 6.840056559584468 6.779566094853067 6.840056559584468 3-3 6.840056559584468 6.779566094853067 6.779566094853067 6.779566094853067 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 SOBRECIMIENTO CIMIENTO -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 RESTO A .25 -2.22656236632929 RESTO A .25 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 -2.22656236632929 RESTO A .25 -2.22656236632929 RESTO A .25 -2.22656236632929 -2.22656236632929 -2.22656236632929 1 d: 1/4″ @ 0.25 1 d: 3/8″ @ 0.25 1 d: 3/8″ @ 0.25 1 d: 3/8″ @ 0.25 PRIMER TRAMO -3.930275264212014 -3.930275264212014 -3.930275264212014 ø1/2″@0.25 ø3/8″@0.25 (TIPICO) E=0.15 -3.930275264212014 ø1/2″@0.25 -3.930275264212014 ø3/8″@0.25 -3.930275264212014 ø3/8″@0.25 ø1/2″@0.25 -3.930275264212014 ø1/2″@0.25 -3.930275264212014 -3.930275264212014 ø1/2″@0.25 ø1/2″@0.25 -3.930275264212014 -3.930275264212014 ø3/8″@0.25 (TIPICO) E=0.15 SEGUNDO Y CUARTO TRAMO -3.930275264212014 ø3/8″@0.25 -3.930275264212014 ø1/2″@0.25 -3.930275264212014 0.0 0.0 0.0 TERCER TRAMO 1.230915522983992 (TIPICO) E=0.15 1.230915522983992 ø3/8″@0.25 1.230915522983992 ø3/8″@0.25 ø1/2″@0.25 1.230915522983992 ø1/2″@0.25 1.230915522983992 1.230915522983992 5 5 1 d: 1/4″ @ 0.25 SOBRECIMIENTO CONC. 1:8+25%P.M. CIMIENTO CONC. 1:10+30%P.G. VIGA VC SOBRECIMIENTO CONC. 1:8+25%P.M. CIMIENTO CONC. 1:10+30%P.G. VIGA VC SOBRECIMIENTO CONC. 1:8+25%P.M. CIMIENTO CONC. 1:10+30%P.G. VIGA VC C-2 C-2 C-2 0.0 0.0 2d1/2″ 3 3 200 kg/m2 TECHO AZOTEA